JP2000027482A - Vibration damping structure - Google Patents
Vibration damping structureInfo
- Publication number
- JP2000027482A JP2000027482A JP19282598A JP19282598A JP2000027482A JP 2000027482 A JP2000027482 A JP 2000027482A JP 19282598 A JP19282598 A JP 19282598A JP 19282598 A JP19282598 A JP 19282598A JP 2000027482 A JP2000027482 A JP 2000027482A
- Authority
- JP
- Japan
- Prior art keywords
- frame
- vibration damping
- damping structure
- plate
- strain
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
- Vibration Prevention Devices (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】この発明は、風や地震等に起
因する構造物の振動を抑制するための制振構造体に関す
る。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a vibration damping structure for suppressing vibration of a structure caused by a wind, an earthquake, or the like.
【０００２】[0002]
【従来の技術】従来より、風や地震等に起因する構造物
の振動を抑制するための制振構造体として、特開平５−
４４３５６号公報に開示されているようなものがある。
この制振構造体は建物の制振構造体であり、図５に示す
ように、構造用鋼から成る柱１,１と梁２,２とで囲まれ
た枠体内に構造用鋼の水平部材４と傾斜部材５,５とか
ら成る山形架構３を配置し、梁２と山形架構３の水平部
材４とを接合部材６を介して結合してなる。2. Description of the Related Art Conventionally, as a vibration damping structure for suppressing vibration of a structure caused by a wind, an earthquake, or the like, Japanese Patent Application Laid-Open No. HEI 5-
There is one as disclosed in Japanese Patent No. 44356.
This damping structure is a damping structure of a building. As shown in FIG. 5, a horizontal member made of structural steel is enclosed in a frame surrounded by pillars 1 and 1 and beams 2 and 2 made of structural steel. An angle frame 3 composed of 4 and inclined members 5, 5 is arranged, and the beam 2 and the horizontal member 4 of the angle frame 3 are connected via a joining member 6.
【０００３】上記制振構造体における接合部材６は、図
５に示すようなＨ型断面の低降伏応力鋼で構成されてお
り、梁２あるいは山形架橋３の水平部材４から受ける力
に対して、ウエッブ部６aの剪断応力で抵抗させるもの
である。そして、大地震を受けた場合にはウエッブ６a
を降伏させ、図６に示すように剪断変形させることによ
って地震エネルギーを吸収させ、その結果大きい減衰力
を受けることを期待するものである。The joining member 6 in the above-mentioned vibration damping structure is made of low yield stress steel having an H-shaped cross section as shown in FIG. The resistance is caused by the shear stress of the web portion 6a. And in the event of a major earthquake, web 6a
It is expected that the seismic energy will be absorbed by yielding and shearing as shown in FIG. 6, thereby receiving a large damping force.
【０００４】[0004]
【発明が解決しようとする課題】しかしながら、上記制
振構造体においては、以下のような問題がある。すなわ
ち、図７に示すように、鋼材に所定以上の外力(引張応
力)が作用すると降伏し、しばらくの間外力が加わると
容易に変形する降伏領域ａが続く。そして、更に外力が
加わると、外力が加わっても容易に変形しない歪み硬化
領域ｂに移行する。図８は、鋼材に繰り返し剪断荷重を
かけた場合の変位と荷重とのヒステリシス曲線を示す。
上記歪み硬化領域ｂまで変形させた場合には、図中破線
で示すようなハードニング型の変位−荷重特性を示す。However, the above-mentioned vibration damping structure has the following problems. That is, as shown in FIG. 7, when a predetermined or more external force (tensile stress) acts on the steel material, the steel material yields, and a yield region a where the steel material is easily deformed when the external force is applied for a while continues. Then, when an external force is further applied, the state shifts to a strain hardened area b where the external force is not easily deformed. FIG. 8 shows a hysteresis curve between the displacement and the load when a shear load is repeatedly applied to the steel material.
When deformed to the strain hardened region b, a hardening type displacement-load characteristic as shown by a broken line in the figure is exhibited.
【０００５】鋼材を地震エネルギーの吸収ダンパとして
利用する上記制振構造体では、上記降伏領域ａについて
は、地震応答解析を行う際に構造系の復元力特性のモデ
ル化が容易に行えて設計が簡単である。ところが、歪み
硬化領域ｂ(ハードニング領域)については、構造系の復
元力特性のモデル化が難しく設計が煩雑となる。また、
上記歪み硬化領域ｂは、降伏領域ａから切断点までの過
渡的な不安定領域である。それだけではなく、外力に対
する抵抗力が生ずるため、その抵抗力が構造系を構成す
る梁２や山形架橋３に流れて行く。したがって、梁２や
山形架橋３を強化しなければならなくなる等の問題があ
る。したがって、上記制振構造体を設計する場合には変
形領域が降伏領域ａ内に収まるようにする方が望まし
い。In the above-mentioned damping structure using a steel material as a damper for absorbing seismic energy, the yield region a can be easily designed to model the restoring force characteristics of the structural system when performing an earthquake response analysis. Easy. However, for the strain hardened region b (hardening region), it is difficult to model the restoring force characteristics of the structural system, and the design becomes complicated. Also,
The strain hardened region b is a transient unstable region from the yield region a to the cutting point. In addition, since a resistance to an external force is generated, the resistance flows to the beams 2 and the chevron bridges 3 constituting the structural system. Therefore, there is a problem that the beam 2 and the chevron bridge 3 must be strengthened. Therefore, when designing the above-described vibration damping structure, it is desirable that the deformation region be contained within the yield region a.
【０００６】ところで、図５に示すように、接合部材６
をＨ型断面の低降伏応力鋼で構成した場合のウエッブ部
６aは板状鋼材である。そして、板状鋼材の歪度は外力
が作用しない場合の初期長に反比例するので、上記初期
長が長いほど地震時に歪み硬化領域ｂに到達しにくいこ
とになる。ところが、決まった大きさの枠体内におい
て、板状鋼材の長さを長くすると、つまりＨ型断面の低
降伏応力鋼６のウエッブ部６aの長さを長くすると、山
形架構３下の利用可能な有効面積が減少してドアや通路
として使用する際の制約が生ずるという問題がある。By the way, as shown in FIG.
Is formed of a low yield stress steel having an H-shaped cross section, the web portion 6a is a plate-like steel material. Since the degree of strain of the plate-shaped steel material is inversely proportional to the initial length when no external force is applied, the longer the initial length, the harder it is to reach the strain hardened region b during an earthquake. However, when the length of the plate-shaped steel material is increased in the frame of a fixed size, that is, when the length of the web portion 6a of the low-yield stress steel 6 having the H-shaped cross section is increased, the available under the chevron frame 3 is increased. There is a problem in that the effective area is reduced and restrictions are imposed on use as doors and passages.
【０００７】そこで、この発明の目的は、接合部材の変
形領域が歪み硬化領域に到達しにくく、山形架構の開口
面積を大きく取れる制振構造体を提供することにある。SUMMARY OF THE INVENTION It is an object of the present invention to provide a vibration damping structure in which a deformation region of a joining member hardly reaches a strain hardening region and a large opening area of a chevron frame can be obtained.
【０００８】[0008]
【課題を解決するための手段】上記目的を達成するた
め、請求項１に係る発明は、構造用鋼で成る２本の柱と
構造用鋼で成る２本の梁とで囲まれた枠体内に,構造用
鋼で成る傾斜部材と構造用鋼で成る水平部材とを有する
山形架構を配置し,上記山形架構の傾斜部材の下端部を
上記枠体に結合する一方,上記水平部材を上記構造用鋼
より降伏点の低い低降伏応力鋼で成る接合部材を介して
上記枠体を構成する上側の梁に結合した制振構造体にお
いて、上記接合部材は、湾曲した形状を有すると共に、
上記梁の延在方向に並設された複数の板状部を備えてい
ることを特徴としている。In order to achieve the above-mentioned object, the invention according to claim 1 provides a frame body surrounded by two columns made of structural steel and two beams made of structural steel. An angled frame having an inclined member made of structural steel and a horizontal member made of structural steel is arranged, and the lower end of the inclined member of the angled frame is connected to the frame while the horizontal member is connected to the structural member. In a vibration damping structure coupled to an upper beam constituting the frame via a joining member made of a low yield stress steel having a lower yield point than that of steel for use, the joining member has a curved shape,
It is characterized in that it comprises a plurality of plate-shaped portions arranged in parallel in the extending direction of the beam.
【０００９】上記構成によれば、柱と梁とで囲まれた枠
体内に設置された山形架構の水平部材と上記枠体を構成
する上側の梁とに取り付けられた接合部材は、低降伏応
力鋼で形成されると共に、湾曲した複数の板状部を有し
ている。したがって、上記枠体に力が作用した場合に
は、上記板状部の湾曲部の開角によって、上記梁の水平
部材に対する相対変位によって上記板状部に掛かる引っ
張り力が緩和される。さらに、上記板状部は湾曲してい
るために、上記上側の梁と水平部材との間隔を広げるこ
となく上記板状部の初期長を長くでき、上記板状部に掛
かる歪度が小さくなる。したがって、上記板状部の変形
領域が歪み硬化領域に到達しにくくなる。その場合に、
上記上側の梁と水平部材との間隔は広げる必要がないた
めに、上記枠体内における上記山形架構下の利用可能な
面積を広く取ることが可能となる。According to the above structure, the joint member attached to the horizontal member of the chevron frame installed in the frame surrounded by the columns and the beams and the upper beam forming the frame has a low yield stress. It is formed of steel and has a plurality of curved plate-like portions. Therefore, when a force acts on the frame, the pulling force applied to the plate-like portion due to the relative displacement of the beam with respect to the horizontal member is reduced by the opening angle of the curved portion of the plate-like portion. Further, since the plate-shaped portion is curved, the initial length of the plate-shaped portion can be increased without increasing the distance between the upper beam and the horizontal member, and the skewness applied to the plate-shaped portion is reduced. . Therefore, it becomes difficult for the deformation region of the plate portion to reach the strain hardened region. In that case,
Since it is not necessary to increase the distance between the upper beam and the horizontal member, it is possible to increase a usable area of the angle frame under the frame.
【００１０】また、請求項２に係る発明は、請求項１に
係る発明の制振構造体において、上記接合部材の板状部
の初期長Ｌ0は、設計地震外力によって上記枠体が最大
変形した時点における上記板状部の長さをＬとした場合
に、下記の式で求められる平均歪度εの値が上記低降伏
応力鋼の引っ張り試験における降伏領域と歪み硬化領域
との境界の歪度以下になるように設定されていることを
特徴としている。 ε(＝Ｌ/Ｌ0−１)According to a second aspect of the present invention, in the vibration damping structure according to the first aspect of the present invention, the initial length L 0 of the plate-like portion of the joining member is set such that the frame is deformed to a maximum by an external force of a design earthquake. When the length of the plate-like portion at the time of performing is L, the value of the average strain ε obtained by the following equation is the strain at the boundary between the yield region and the strain hardened region in the tensile test of the low yield stress steel. It is set to be less than or equal to the degree. ε (= L / L 0 -1)
【００１１】上記構成によれば、外力によって上記枠体
が最大変形した場合でも、上記板状部の変形領域は歪み
硬化領域に到達することはない。したがって、上記枠
体,山形架構および接合部材によって、効果的且つ安定
した制振効果が得られる。According to the above configuration, even when the frame is deformed to the maximum by an external force, the deformed region of the plate-like portion does not reach the strain hardened region. Therefore, an effective and stable vibration damping effect can be obtained by the frame, the chevron frame, and the joining member.
【００１２】また、請求項３に係る発明は、請求項１あ
るいは請求項２に係る発明の制振構造体において、上記
接合部材は、剪断塑性ダンパとして機能するようになっ
ていることを特徴としている。According to a third aspect of the present invention, in the vibration damping structure according to the first or second aspect, the joining member functions as a shear plastic damper. I have.
【００１３】上記構成によれば、上記枠体を構成する上
側の梁と下側の梁とに水平方向の力が掛かった場合に、
上記接合部材は剪断塑性ダンパとして機能することによ
って有効な制振効果が得られる。According to the above construction, when a horizontal force is applied to the upper beam and the lower beam constituting the frame,
The joint member functions as a shear plastic damper, thereby providing an effective vibration damping effect.
【００１４】[0014]
【発明の実施の形態】以下、この発明を図示の実施の形
態により詳細に説明する。図１は、本実施の形態の制振
構造体を示す図である。図１において、１１,１１は構
造用鋼から成る柱であり、１２,１２は構造用鋼から成
る梁である。そして、柱１１,１１と梁１２,１２とで囲
まれた枠体内には、構造用鋼で成る山形架構１３を配置
している。この山形架構１３は、柱１１,１１と下層階
の梁１２との交差位置に一端がボルト等で結合されて上
層階の梁１２の中央部に向かって延在する２本の傾斜部
材１４,１４と、梁１２に平行に配置されて中央部に両
傾斜部材１４,１４の他端がボルト等で取り付けられた
水平部材１５とで構成される。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Hereinafter, the present invention will be described in detail with reference to the illustrated embodiments. FIG. 1 is a diagram illustrating a vibration damping structure according to the present embodiment. In FIG. 1, 11 and 11 are columns made of structural steel, and 12 and 12 are beams made of structural steel. An angle frame 13 made of structural steel is arranged in a frame surrounded by the columns 11, 11 and the beams 12, 12. The angled frame 13 has two inclined members 14, one end of which is connected to the intersection of the columns 11, 11 and the beams 12 on the lower floor with bolts or the like and extends toward the center of the beams 12 on the upper floor. And a horizontal member 15 arranged in parallel with the beam 12 and having the other end of each of the inclined members 14 and 14 attached to the center by bolts or the like.
【００１５】上記上層階の梁１２と水平部材１５との間
には所定の間隔を有し、その間隔に上記構造用鋼よりも
降伏点の低い低降伏応力鋼で形成された接合部材１６を
３個配置し、各接合部材１６の上側部を上層階の梁１３
に固定する一方、下側部を水平部材１５に固定してい
る。There is a predetermined gap between the beam 12 on the upper floor and the horizontal member 15, and a joining member 16 made of low yield stress steel having a lower yield point than the structural steel is provided at the gap. The upper part of each joining member 16 is arranged at three beams 13 on the upper floor.
, While the lower part is fixed to the horizontal member 15.
【００１６】図２は、相対的に平行移動する２つの部材
(梁１２,１２に相当)間を連結する連結部材(接合部材１
６に相当)の変形状態を示す。図２(a)は、２つの部材１
７,１８を連結する連結部材１９が平面を成す板状体の
場合である。また、図２(b)は、２つの部材２０,２１を
連結する連結部材２２が湾曲した板状体の場合である。
今、部材１７と部材２０との相対移動に伴う連結部材１
９,２２の変形量は同じΔＬであるとする。そうする
と、連結部材１９の歪みε1は、ε1＝ΔＬ/Ｌ1(Ｌ1＝連
結部材１９の初期長)となる。また、連結部材２２の歪
みε2は、ε2＝ΔＬ/Ｌ2（Ｌ2＝連結部材２２の初期長)
となる。ここで、Ｌ1＜Ｌ2であるから、ε1＞ε2とな
る。すなわち、上記連結部材を湾曲させて初期長を長く
することによって、相対的に平行移動する２つの部材の
間隔を変えることなく同じ変形量に対する上記連結部材
の歪み量を小さくでき、地震時に歪み硬化領域に到達し
にくくできる。FIG. 2 shows two members which move relatively in parallel.
(Corresponding to beams 12 and 12)
6 (corresponding to 6). FIG. 2A shows two members 1
This is the case where the connecting member 19 connecting the first and second members 7 and 18 is a flat plate-shaped body. FIG. 2B shows a case where the connecting member 22 connecting the two members 20 and 21 is a curved plate.
Now, the connecting member 1 accompanying the relative movement between the member 17 and the member 20
It is assumed that the deformation amounts of 9, 22 are the same ΔL. Then, the strain ε1 of the connecting member 19 becomes ε1 = ΔL / L1 (L1 = initial length of the connecting member 19). The strain ε2 of the connecting member 22 is given by ε2 = ΔL / L2 (L2 = initial length of the connecting member 22)
Becomes Here, since L1 <L2, ε1> ε2. That is, by bending the connecting member to increase the initial length, the amount of distortion of the connecting member with respect to the same deformation amount can be reduced without changing the distance between the two members that move relatively in parallel, and the strain hardening during an earthquake can be achieved. It is difficult to reach the area.
【００１７】そこで、本実施の形態においては、上記接
合部材１６に、図３に示すように、上記梁１２,１２の
延在方向に並設されて「く」字状に同じ方向に折れ曲がっ
た複数の板状部２７,２７,…を持たせるのである。この
板状部２７は、１枚の低降伏応力鋼板２５に「く」字状の
複数本の溝２６,２６,…を平行して設けて、各溝２６の
間で構成するのである。そして、その場合における板状
部２７,２７,…の初期長Ｌ0を、設計地震外力によって
上記枠体が最大変形した時点における板状部２７の長さ
をＬとした場合に、平均歪度ε(＝Ｌ/Ｌ0−１)の値が図
７に示す降伏領域ａと歪み硬化領域ｂとの境界の歪度以
下になるように設定するのである。尚、本実施の形態に
おいては、１枚の低降伏応力鋼板２５に設けられた「く」
字状の複数本の溝２６,２６,…の間で接合部材１６の板
状部２７を構成しているが、図４(a)に示すように、
「く」字状に屈曲したウエッブ部２８を有する複数本のＭ
型断面の低降伏応力鋼を配列して構成しても構わない。Therefore, in the present embodiment, as shown in FIG. 3, the joining members 16 are arranged side by side in the extending direction of the beams 12, 12 and bent in the same direction in the shape of a "C". .. Are provided. The plate-like portion 27 is provided between a plurality of “U” -shaped grooves 26 in parallel in a single low-yield stress steel plate 25. When the initial length L 0 of the plate-like portions 27 in this case is L, the length of the plate-like portion 27 at the time when the frame body is deformed to the maximum by the design seismic external force is L. The value of ε (= L / L 0 −1) is set to be equal to or less than the skewness at the boundary between the yield region a and the strain hardened region b shown in FIG. In the present embodiment, the “ku” provided on one low yield stress steel plate 25 is used.
The plate-like portion 27 of the joining member 16 is formed between the plurality of U-shaped grooves 26, 26,..., As shown in FIG.
A plurality of M's having a web portion 28 bent in a "-" shape
A low yield stress steel having a mold section may be arranged and configured.
【００１８】上記構成を有する制振構造体は、以下のよ
うに動作する。図４は、風や地震時における制振構造体
の状態を示す。図４(a)は本実施の形態における制振構
造体の場合を示し、図４(b)は従来の制振構造体の場合
を示す。地震時に上記枠体に水平力が作用すると、梁１
２には水平変形と回転変形とが生じて、梁１２は山形架
構１３の水平部材１５に対して破線で示すように相対変
位する。その場合に、図４(a)に示すように、接合部材
２９は「く」字状に屈曲している。そのために、梁１２の
水平部材１５に対する相対変位によってウエッブ部２８
に掛かる引っ張り応力を屈曲角度θの初期屈曲角度θ0
からの開角によって緩和できる。The vibration damping structure having the above configuration operates as follows. FIG. 4 shows a state of the vibration damping structure during a wind or an earthquake. FIG. 4A shows the case of the vibration damping structure according to the present embodiment, and FIG. 4B shows the case of the conventional vibration damping structure. When a horizontal force acts on the frame during an earthquake,
2 undergoes horizontal deformation and rotational deformation, and the beam 12 is displaced relative to the horizontal member 15 of the chevron frame 13 as shown by a broken line. In this case, as shown in FIG. 4A, the joining member 29 is bent in a “<” shape. Therefore, the relative displacement of the beam 12 with respect to the horizontal member 15 causes the web portion 28 to move.
The initial bending angle θ 0 of the bending angle θ
It can be relaxed by the opening angle from.
【００１９】さらに、上記接合部材２９のウエッブ部２
８の初期長Ｌ0は、設計地震外力によって上記枠体が最
大変形した時点におけるウエッブ部２８の長さをＬとし
た場合に、平均歪度ε(＝Ｌ/Ｌ0−１)の値が降伏領域ａ
と歪み硬化領域ｂの境界の歪度以下になるように設定さ
れている。したがって、地震時において、上記枠体が変
形してもウエッブ部２８の変形領域が上記「歪み硬化領
域ｂ」まで到達することがなく、効果的且つ安定した制
振効果を得ることができるのである。Further, the web portion 2 of the joining member 29
Initial length L 0 of 8, the length of the web portion 28 at the time the frame is maximum deformation by the design earthquake external force when is L, the value of the average skewness ε (= L / L 0 -1 ) is Surrender area a
Is set to be equal to or less than the skewness of the boundary between the strain hardening region b. Therefore, even when the frame body is deformed during an earthquake, the deformed area of the web portion 28 does not reach the “strain hardened area b”, and an effective and stable vibration damping effect can be obtained. .
【００２０】これに対して、図４(b)に示すように、ウ
エッブ部が平面の板状体である複数本のＨ型断面の低降
伏応力鋼で成る従来の接合部材３１では、本実施の形態
における接合部材２９のような「く」字状のウエッブ部２
８の開角による水平変形と回転変形との吸収効果(水平
力と回転力との緩和効果)は期待できない。また、その
初期長Ｌ0'(≒Ｌ1)も短く、設計地震外力によって上記
枠体が最大変形した時点における接合部材３１の長さを
Ｌ'とした場合に、平均歪度ε(＝Ｌ'/Ｌ0'−１)の値が
降伏領域ａと歪み硬化領域ｂの境界の歪度以下になるよ
うに設定されてはいない。したがって、従来の接合部材
３１では、地震時において、上記枠体が上記設計地震外
力程度の力によって大きく変形した場合には、接合部材
３１の変形領域が上記「歪み硬化領域ｂ」に到達してしま
い、有効に且つ安定して制振効果を得ることができない
のである。On the other hand, as shown in FIG. 4 (b), a conventional joining member 31 made of a plurality of H-shaped low-yield stress steels whose web portions are flat plates is used in the present embodiment. -Shaped web portion 2 like joining member 29 in the form of
The effect of absorbing the horizontal deformation and the rotational deformation due to the opening angle of 8 (the effect of reducing the horizontal force and the rotational force) cannot be expected. The initial length L 0 ′ (≒ L 1 ) is also short, and when the length of the joining member 31 at the time when the frame is deformed to the maximum by the design external force is L ′, the average strain ε (= L The value of '/ L 0 ' -1) is not set to be equal to or less than the skewness at the boundary between the yield region a and the strain hardened region b. Therefore, in the conventional joining member 31, when the frame body is greatly deformed by the force of the design seismic external force at the time of the earthquake, the deformation region of the joining member 31 reaches the “strain hardening region b”. As a result, it is not possible to effectively and stably obtain the vibration damping effect.
【００２１】このように、本実施の形態においては、構
造用鋼から成る柱１１,１１と梁１２,１２とで囲まれた
枠体内に、構造用鋼で成る山形架構１３を配置する。そ
して、上層階の梁１２と山形架構１３の水平部材１５と
の間に、梁１２,１２の延在方向に並設されて「く」字状
に同じ方向に折れ曲がった複数の板状部２７,２８を有
する接合部材１６,２９を取り付ける。そして、上記板
状部２７,２８の初期長Ｌ0を、設計地震外力によって上
記枠体が最大変形した時点における板状部２７,２８の
長さをＬとした場合に、平均歪度ε(＝Ｌ/Ｌ0−１)の値
が降伏領域ａと歪み硬化領域ｂとの境界の歪度以下にな
るように設定している。As described above, in the present embodiment, the chevron frame 13 made of structural steel is arranged in the frame surrounded by the columns 11, 11 made of structural steel and the beams 12, 12. A plurality of plate-like portions 27 arranged in parallel in the extending direction of the beams 12, 12 and bent in the same direction in the same direction between the beams 12 on the upper floor and the horizontal member 15 of the chevron frame 13. , 28 are attached. Then, when the initial length L 0 of the plate-like portions 27, 28 is L, the length of the plate-like portions 27, 28 at the time when the frame body is deformed to the maximum by the design external force, the average skewness ε ( = L / L 0 -1) is set to be equal to or less than the skewness at the boundary between the yield region a and the strain hardened region b.
【００２２】したがって、上記梁１２の水平部材１５に
対する相対変位によって板状部２７,２８に掛かる引っ
張り応力を、「く」字状の板状部２７,２８の屈曲角度θ
の開角によって緩和できる。また、接合部材１６,２９
の変形領域が歪み硬化領域ｂまで到達することを防止で
き、効果的且つ安定した制振効果を得ることができる。
尚、接合部材１６,２９における板状部２７,２８の初期
長Ｌ0を平均歪度ε(＝Ｌ/Ｌ0−１)の値が降伏領域ａと
歪み硬化領域ｂの境界の歪度以下になるように設定する
ことは、板状部２７,２８の形状が直であっても可能で
はある。しかしながら、その場合には、接合部材１６,
２９の垂直方向の長さが長くなるため、その分だけ山形
架構１３下の利用可能面積が減少してしまうのである。
すなわち、本実施の形態によれば、地震時に接合部材の
変形領域が歪み硬化領域に到達しにくい制振構造体を、
簡単な構造で得ることができる。さらに、制振効果を損
なうことなく山形架構１３における開口部の面積を大き
く取ることができ、上記開口部にドアや通路を設ける場
合の制約がなくなるのである。Therefore, the tensile stress applied to the plate-like portions 27, 28 due to the relative displacement of the beam 12 with respect to the horizontal member 15 is reduced by the bending angle θ of the "-"-like plate-like portions 27, 28.
Can be alleviated by the opening angle. Also, the joining members 16, 29
Can be prevented from reaching the strain hardened region b, and an effective and stable vibration damping effect can be obtained.
The initial length L 0 of the plate-like portions 27, 28 in the joining members 16, 29 is equal to or less than the average skewness ε (= L / L 0 −1) at the boundary between the yield region a and the strain hardened region b. Can be set even if the shape of the plate-like portions 27 and 28 is straight. However, in that case, the joining member 16,
Since the vertical length of 29 is increased, the available area under the angled frame 13 is reduced accordingly.
That is, according to the present embodiment, a vibration damping structure in which the deformation region of the joining member is difficult to reach the strain hardening region during an earthquake,
It can be obtained with a simple structure. Furthermore, the area of the opening in the angled frame 13 can be increased without impairing the vibration damping effect, and there is no restriction when a door or a passage is provided in the opening.
【００２３】尚、上記接合部材１６,２９を構成する
「く」字状の板状部２７,２８の屈曲角度θが開角する場
合に、板状部２７,２８の屈曲部の変形領域がハードニ
ング領域に入ることが考えられる。したがって、板状部
２７,２８の屈曲部の厚みを他の部分より厚くしたり、
上記屈曲部の屈曲率を滑らかにすることが望ましい。When the bending angle θ of the “U” -shaped plate-like portions 27 and 28 constituting the joining members 16 and 29 is open, the deformation area of the bent portions of the plate-like portions 27 and 28 is reduced. It is possible to enter the hardening area. Therefore, the thickness of the bent portion of the plate-like portions 27 and 28 is made thicker than other portions,
It is desirable to make the bending rate of the bent portion smooth.
【００２４】[0024]
【発明の効果】以上より明らかなように、請求項１に係
る発明の制振構造体は、柱と梁とで囲まれた枠体内に配
置された山形架構の水平部材を上記枠体の上側の梁に結
合する接合部材は、湾曲した形状を有すると共に、上記
梁の延在方向に並設された複数の板状部を有しているの
で、上記枠体に力が作用した場合には、上記板状部の湾
曲部の開角によって上記板状部に掛かる引っ張り力を緩
和できる。さらに、上記板状部は湾曲しているので、上
記上側の梁と水平部材との間隔を広げることなく上記板
状部の初期長を長くでき、上記板状部に掛かる歪度を小
さくできる。したがって、上記板状部の変形領域を歪み
硬化領域に到達しにくくできる。その場合に、上記上側
の梁と水平部材との間隔を広げる必要がないために、上
記枠体内における上記山形架構の開口面積を大きく取る
ことができ、上記開口を利用する場合の制約をなくすこ
とができる。As is apparent from the above description, the vibration damping structure according to the first aspect of the present invention includes a horizontal member of a chevron frame disposed in a frame surrounded by pillars and beams. Since the joining member coupled to the beam has a curved shape and has a plurality of plate-shaped portions arranged in parallel in the extending direction of the beam, when a force acts on the frame, The pulling force applied to the plate-shaped portion can be reduced by the opening angle of the curved portion of the plate-shaped portion. Further, since the plate-like portion is curved, the initial length of the plate-like portion can be increased without increasing the distance between the upper beam and the horizontal member, and the degree of distortion applied to the plate-like portion can be reduced. Therefore, it is possible to make it difficult for the deformation region of the plate portion to reach the strain hardened region. In this case, since it is not necessary to increase the distance between the upper beam and the horizontal member, it is possible to increase the opening area of the chevron frame in the frame body, and to eliminate restrictions when using the opening. Can be.
【００２５】また、請求項２に係る発明の制振構造体に
おける上記接合部材の板状部の初期長Ｌ0は、設計地震
外力によって上記枠体が最大変形した時点における上記
板状部の長さをＬとした場合に、下記の式で求められる
平均歪度εの値が上記低降伏応力鋼の引っ張り試験にお
ける降伏領域と歪み硬化領域との境界の歪度以下になる
ように設定されるので、外力によって上記枠体が最大変
形した場合に、上記板状部の変形領域が歪み硬化領域に
到達することを防止できる。したがって、上記枠体,山
形架構および接合部材によって、効果的且つ安定した制
振効果を得ることができる。 ε(＝Ｌ/Ｌ0−１)Further, in the vibration damping structure according to the second aspect of the present invention, the initial length L 0 of the plate-shaped portion of the joining member is equal to the length of the plate-shaped portion at the time when the frame is deformed to the maximum by a design seismic external force. When L is set to L, the value of the average strain ε obtained by the following equation is set to be equal to or less than the strain at the boundary between the yield region and the strain hardened region in the tensile test of the low yield stress steel. Therefore, when the frame is deformed to the maximum by an external force, it is possible to prevent the deformation region of the plate-shaped portion from reaching the strain hardening region. Therefore, an effective and stable vibration damping effect can be obtained by the frame, the chevron frame, and the joining member. ε (= L / L 0 -1)
【００２６】また、請求項３に係る発明の制振構造体に
おける上記接合部材は、剪断塑性ダンパとして機能する
ようになっているので、上記枠体を構成する上側の梁と
下側の梁とに水平方向の力が掛かった場合に、上記接合
部材は剪断塑性ダンパとして機能して有効な制振効果を
得ることができる。Further, in the vibration damping structure according to the third aspect of the present invention, the joining member functions as a shear plastic damper, so that the upper beam and the lower beam constituting the frame are connected to each other. When a horizontal force is applied to the joint, the joining member functions as a shear plastic damper to obtain an effective vibration damping effect.
【図１】この発明の制振構造体を示す図である。FIG. 1 is a diagram showing a vibration damping structure of the present invention.
【図２】相対的に平行移動する２つの部材間を連結する
連結部材の変形状態を示す図である。FIG. 2 is a diagram illustrating a deformed state of a connecting member that connects two members that relatively move in parallel.
【図３】図１における接合部材の一例を示す図である。FIG. 3 is a view showing one example of a joining member in FIG. 1;
【図４】風や地震時における制振構造体の変形状態を示
す図である。FIG. 4 is a diagram illustrating a deformation state of the vibration damping structure during a wind or an earthquake.
【図５】従来の制振構造体を示す図である。FIG. 5 is a view showing a conventional vibration damping structure.
【図６】図５に示す制振構造体が大地震を受けて剪断変
形した状態を示す図である。FIG. 6 is a diagram showing a state where the vibration damping structure shown in FIG.
【図７】鋼材の歪度−引張応力特性を示す図である。FIG. 7 is a view showing a strain-tensile stress characteristic of a steel material.
【図８】鋼材に繰り返し剪断荷重を掛けた場合の変位と
荷重とのヒステリシス曲線を示す図である。FIG. 8 is a view showing a hysteresis curve of displacement and load when a steel material is repeatedly subjected to a shear load.
１１…柱、 １２…梁、１３…
山形架構、 １４…傾斜部材、１５…
水平部材、 １６,２９…接合部材、
２５…低降伏応力鋼板、 ２６…溝、２７…
板状部、 ２８…ウエッブ部。11 ... pillar, 12 ... beam, 13 ...
Yamagata frame, 14 ... inclined member, 15 ...
Horizontal member, 16, 29 ... joining member,
25 ... Low yield stress steel plate, 26 ... Groove, 27 ...
Plate part, 28 ... Web part.
───────────────────────────────────────────────────── フロントページの続き (72)発明者 平松 一夫 大阪府大阪市阿倍野区松崎町２丁目２番２ 号 株式会社奥村組内 (72)発明者 舟山 勇司 大阪府大阪市阿倍野区松崎町２丁目２番２ 号 株式会社奥村組内 Ｆターム(参考） 3J048 AA02 AB01 AC06 BC09 EA38 ──────────────────────────────────────────────────続 き Continuing from the front page (72) Kazuo Hiramatsu 2-2-2, Matsuzakicho, Abeno-ku, Osaka-shi, Osaka Prefecture Inside Okumura Gumi Co., Ltd. (72) Yuji Funayama 2-2-2 Matsuzakicho, Abeno-ku, Osaka-shi, Osaka No. 2 Okumura Gumi Co., Ltd. F-term (reference) 3J048 AA02 AB01 AC06 BC09 EA38
Claims (3)
る２本の梁とで囲まれた枠体内に、構造用鋼で成る傾斜
部材と構造用鋼で成る水平部材とを有する山形架構を配
置し、上記山形架構の傾斜部材の下端部を上記枠体に結
合する一方、上記水平部材を上記構造用鋼より降伏点の
低い低降伏応力鋼で成る接合部材を介して上記枠体を構
成する上側の梁に結合した制振構造体において、 上記接合部材は、湾曲した形状を有すると共に、上記梁
の延在方向に並設された複数の板状部を備えていること
を特徴とする制振構造体。An inclined member made of structural steel and a horizontal member made of structural steel are enclosed in a frame surrounded by two columns made of structural steel and two beams made of structural steel. The angled frame having the angled frame is arranged, and the lower end of the inclined member of the angled frame is connected to the frame, while the horizontal member is connected to the structural steel through a joining member made of low yield stress steel having a lower yield point than that of the structural steel. In the vibration damping structure coupled to the upper beam constituting the frame, the joining member has a curved shape and includes a plurality of plate-like portions arranged in parallel in the extending direction of the beam. A vibration damping structure characterized by the following.
よって上記枠体が最大変形した時点における上記板状部
の長さをＬとした場合に、下記の式で求められる平均歪
度εの値が上記低降伏応力鋼の引っ張り試験における降
伏領域と歪み硬化領域との境界の歪度以下になるように
設定されていることを特徴とする制振構造体。 ε(＝Ｌ/Ｌ0−１)2. The vibration-damping structure according to claim 1, wherein the initial length L 0 of the plate-shaped portion of the joining member is equal to the length of the plate-shaped portion when the frame is deformed to the maximum by a design seismic external force. When L is set to L, the value of the average strain ε obtained by the following equation is set to be equal to or less than the strain at the boundary between the yield region and the strain hardened region in the tensile test of the low yield stress steel. A vibration damping structure characterized by the following. ε (= L / L 0 -1)
構造体において、 上記接合部材は、剪断塑性ダンパとして機能するように
なっていることを特徴とする制振構造体。3. The vibration damping structure according to claim 1, wherein the joining member functions as a shear plastic damper.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP19282598A JP3366862B2 (en) | 1998-07-08 | 1998-07-08 | Damping structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP19282598A JP3366862B2 (en) | 1998-07-08 | 1998-07-08 | Damping structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2000027482A true JP2000027482A (en) | 2000-01-25 |
| JP3366862B2 JP3366862B2 (en) | 2003-01-14 |
Family
ID=16297612
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP19282598A Expired - Fee Related JP3366862B2 (en) | 1998-07-08 | 1998-07-08 | Damping structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3366862B2 (en) |
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| JP2010526973A (en) * | 2007-05-15 | 2010-08-05 | クリストポウロス，コンスタンチン | Yield fuse member of cast structure |
| WO2010103842A1 (en) * | 2009-03-12 | 2010-09-16 | 新日本製鐵株式会社 | Connection fitting, vibration damping structure, and building structure |
| JP2014095260A (en) * | 2012-11-12 | 2014-05-22 | Okabe Co Ltd | Brace hardware |
| JP2016069836A (en) * | 2014-09-29 | 2016-05-09 | 大和ハウス工業株式会社 | Shear damper |
| JP2017020336A (en) * | 2016-09-26 | 2017-01-26 | 岡部株式会社 | Brace hardware |
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| JP2010526973A (en) * | 2007-05-15 | 2010-08-05 | クリストポウロス，コンスタンチン | Yield fuse member of cast structure |
| JP4727710B2 (en) * | 2008-11-12 | 2011-07-20 | 富山県 | Hysteresis damper and wall of wooden structure |
| JP2010116973A (en) * | 2008-11-12 | 2010-05-27 | Toyama Prefecture | Hysteretic damper and wall of wooden structure |
| TWI399473B (en) * | 2009-03-12 | 2013-06-21 | Nippon Steel & Sumitomo Metal Corp | Metal joint, vibration-damping structure, and architecture |
| JP4729132B2 (en) * | 2009-03-12 | 2011-07-20 | 新日本製鐵株式会社 | Linked hardware, vibration control structure, and building structure |
| CN102348859A (en) * | 2009-03-12 | 2012-02-08 | 新日本制铁株式会社 | Connection fitting, vibration damping structure, and building structure |
| WO2010103842A1 (en) * | 2009-03-12 | 2010-09-16 | 新日本製鐵株式会社 | Connection fitting, vibration damping structure, and building structure |
| US8590220B2 (en) | 2009-03-12 | 2013-11-26 | Nippon Steel & Sumitomo Metal Corporation | Metal joint, damping structure, and architectural construction |
| CN102348859B (en) * | 2009-03-12 | 2013-12-04 | 新日铁住金株式会社 | Connection fitting, vibration damping structure, and building structure |
| JP2014095260A (en) * | 2012-11-12 | 2014-05-22 | Okabe Co Ltd | Brace hardware |
| JP2016069836A (en) * | 2014-09-29 | 2016-05-09 | 大和ハウス工業株式会社 | Shear damper |
| JP2017020336A (en) * | 2016-09-26 | 2017-01-26 | 岡部株式会社 | Brace hardware |
| JP2019218713A (en) * | 2018-06-18 | 2019-12-26 | 大和ハウス工業株式会社 | Bearing wall |
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| JP7502742B2 (en) | 2020-02-28 | 2024-06-19 | 学校法人 名城大学 | Vibration damping device, building, stress applying member, and vibration damping device installation method |
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